Thanx Juice,
Can u suggest me most common values of stiffness modifiers for columns, beams, walls etc.
I read somewhere that two slabs shall be modeled as shell to have both Membrane(in plane forces) +Plate (bending) behavior. If u model it as memebrane there will not be any bending.
Plz clearify.
Regards
Can u suggest me most common values of stiffness modifiers for columns, beams, walls etc.
I read somewhere that two slabs shall be modeled as shell to have both Membrane(in plane forces) +Plate (bending) behavior. If u model it as memebrane there will not be any bending.
Plz clearify.
Regards
(02-02-2009, 08:05 AM)juice Wrote:(02-02-2009, 06:37 AM)aslam Wrote: hello, Juice, Yasir,
Plz correct (guide) me if i am wrong :
(1) Two way slabs shall be modelled as SHELL and need meshing
(2) One way slabs shall be modelled as MEMBRANE and NO need meshing
(3) Stiffnes modifiers for beams,columns,walls,slabs needed on when nonlinear
analysis not performed.
(4) ETABS only gives area of reinforcement for columns & beams (section to be
designed & not to be checked) and not the dia of bars and its arrangement.
(5) for beam we get steel requirement at column face, mid span only and not at
other sections of beam. How to decide upto which distance extra top steel at
support and extra stirrups at end required?
Regards
Hi Aslam,
Answers to your queries:
1) Two way slabs - model these as membrane; preferably with meshing
2) One way slabs - yes; as membrane; preferably with meshing
3) modify your beam and column stiffness; if you're doing linear analysis
4) ETABS will give you the required area of reinforcements
5) Remember ETABS is not a black box for design; use your engineering judgement -- we're supposed to be structural engineers not encoders ;)
I hope these help.
juice